CN109610473A - A kind of construction method of the large-scale pool structure foundation pit supporting system of municipal administration - Google Patents
A kind of construction method of the large-scale pool structure foundation pit supporting system of municipal administration Download PDFInfo
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- CN109610473A CN109610473A CN201811602220.6A CN201811602220A CN109610473A CN 109610473 A CN109610473 A CN 109610473A CN 201811602220 A CN201811602220 A CN 201811602220A CN 109610473 A CN109610473 A CN 109610473A
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- construction
- support
- foundation pit
- pile
- waist rail
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
Abstract
The present invention relates to a kind of construction methods of the large-scale pool structure foundation pit supporting system of municipal administration, specifically comprise the following steps: S1, levelling of the land, surveying setting-out；S2, interlocking cast in situ pile construction；S3, crown beam and first of support construction construction；S4, waist rail and the construction of second support construction；S5, load transfering strip and construction of bottom plates；S6, second support construction are removed；S7, load transfering strip and the construction of middle plate；S8, first of support construction are removed；S9, backfilling of earthwork.The present invention adds the construction method of Composite Foundation Pit supporting construction of support system to improve bored concrete pile, it can be realized low noise construction, reduce waste material yield, waste material is facilitated to transport outward, simultaneously under conditions of meeting support strength, it can also reduce between supporting donor system working hour and remove the time, facilitate the disassembly and transport of support system.
Description
Technical field
The present invention relates to a kind of construction methods of the large-scale pool structure foundation pit supporting system of municipal administration, belong to construction neck
Domain.
Background technique
In building construction process, in order to guarantee the construction of underground structure and the safety and construction party of surrounding deep foundation pit environment
Just, it is necessary to take deep-foundation side wall and surrounding enviroment the measure of supporting and reinforcing.It is high with China's rapid development of economy
Layer building increases rapidly, and city space is closer and closer, and especially coastal exploitation city, the deep-foundation pit engineering encountered is increasingly
Increase, and many places, in the business district in city, the construction of the supporting construction of foundation pit is also more and more difficult, meanwhile, to pattern foundation pit supporting structure knot
The requirement of structure is also just increasingly stringenter.
Currently, existing foundation pit supporting construction common structure has: campshed formula supporting construction, cement mixing pile gravity type supporting
Structure, steel sheet pile supporting construction, Diaphragm Wall Support Structure, gantry type piling structure, light water soil retaining wall structure,
All there is segmental defect in tension-anchor bracing structure, cantilever supporting structure etc., still, existing foundation pit supporting construction: light water
Mud mixing pile supporting construction is suitable for the foundation pit less than 6 meters, and bending resistance is poor, and command displacement is indifferent；SMW engineering method stake branch
Protection structure fashioned iron and soil cement cannot work together, and operating expenses is big；Steel sheet pile supporting construction bending resistance is weaker, support rigidity
It is small, larger, to be unable in water blocking and soil fine particle is deformed after excavation；Diaphragm Wall Support Structure cost is higher, and construction is wanted
Seek special equipment；Difficulty of construction is big for tension-anchor bracing structure, and operating expenses is big, and bearing capacity discreteness is big；Cantilever supporting structure
It is very sensitive to cutting depth, it is easy to produce biggish deformation, and can have an adverse effect to ambient enviroment；Inner support supporting knot
Structure influences main structure construction, and it is big to influence duration, cost, operating expenses, and it is big to apply post-construction deformation.Therefore, in traditional bored concrete pile branch
The hot topic that the bored concrete pile developed on the basis of protection structure adds the Composite Foundation Pit supporting construction of support system to become pattern foundation pit supporting structure is constructed
Method, still, bored concrete pile add the Composite Foundation Pit supporting construction of support system to generally require preferable execution conditions, construction period meeting
The more waste material and noise for needing to transport outward is generated, the pattern foundation pit supporting structure for not being suitable for municipal pool structure large-scale in urban district is applied
Work.
Summary of the invention
In order to solve the above technical problem, the present invention provides a kind of applying for large-scale pool structure foundation pit supporting system of municipal administration
Work method improves the construction method of the Composite Foundation Pit supporting construction of bored concrete pile plus support system, can be realized low noise and apply
Work reduces waste material yield, facilitates waste material to transport outward, while under conditions of meeting support strength, additionally it is possible to reduce support donor
It is between working hour and to remove the time, facilitates the disassembly and transport of support system.
Technical scheme is as follows:
A kind of construction method of the large-scale pool structure pattern foundation pit supporting structure of municipal administration, specifically comprises the following steps:
S1, levelling of the land, surveying setting-out: after true fixed pile, cross tailor's tack is drawn to place control four corners according to stake anchor point
Stake processed buries punching block guide groove after excavating punching block guide groove foundation trench on the basis of four control stakes, punching block guide groove and site elevation
On the basis of measurement, rotary drilling rig is placed；
S2, interlocking cast in situ pile construction: in inbuilt punching block guide groove inner utilization rotary drilling rig drilling and forming hole, every a stake diameter according to
It is secondary to be drilled to the hole A, it is drilled to the hole B intersected with A bore portion in the gap in the adjacent hole A, carries out borehole cleaning processing after being drilled into design hole depth,
Caterpillar telescopic arm crane lifting steel reinforcement cage is used after borehole cleaning in the hole A and the hole B, and the hole A shape is poured by conduit first
It at First ray stake, then pours the hole B and forms the second sequence pile, disassembly punching block guide groove forms interlocking cast in situ pile after the completion of pouring；
S3, crown beam and first of support construction construction: interlocking cast in situ pile surrounds to form foundation pit after constructing, lower digging pit earthwork
It is positioned to from the unwrapping wire for carrying out first of support construction at first of support construction bottom 10-20cm of design, while chiseling out and stinging
The branch hold mode of crown beam is set around interlocking cast in situ pile stake top after closing at the top of the concrete exposing steel reinforcement cage at grout pile top part
Plate, demoulding forms crown beam after casting concrete reaches intensity；After the completion of crown beam construction, in crown beam towards the side of foundation pit setting the
The support shuttering of one of support construction, casting concrete form several horizontal shores and angle brace beam of first of support construction；
S4, waist rail and the construction of second support construction: continuing lower earth excavation after crown beam and first of support construction construction, under
It digs at the second support construction bottom 10-20cm extremely from design and is located at interlocking cast in situ pile and carry out second towards the side of foundation pit
The positioning of the unwrapping wire of road support construction and waist rail；The bar planting at positioning, one end are implanted into interlocking cast in situ pile, cooperate with waist rail support shuttering
For pouring waist rail；After the completion of waist rail construction, several horizontally-supported pipes are fixed on waist rail and angle brace pipe forms second support
Structure；
S5, load transfering strip and construction of bottom plates: after waist rail and the construction of second support construction, continue lower earth excavation to foundation pit bottom
Portion；The side of interlocking cast in situ pile towards foundation pit between second support construction and bottom of foundation ditch pours load transfering strip；Described
The other side of load transfering strip pours bottom plate of the stack pile with intensity, stays below bottom plate and sets gutter；
S6, second support construction remove: using based on mechanical breaking, supplemented by manual demolition by the way of remove second support knot
Structure；Using rope saw, first cutting disassembling level then removes angle brace pipe, while removing waist paragraph by paragraph to stay tube when removing the second support construction
Beam；
S7, load transfering strip and the construction of middle plate；After removing second support construction, in second support construction and first of support construction
Between the side of conjunction bored concrete pile towards foundation pit pour load transfering strip, pour stack pile with intensity in the other side of the load transfering strip
Middle plate；
S8, first of support construction are removed: synchronous cutting horizontal shore, angle brace beam and crown beam, after disconnecting it, then will be shaftless
Horizontal shore, angle brace beam and the crown beam of power are removed paragraph by paragraph；Waste material after first of support construction and second support construction are removed
Utilize caterpillar telescopic arm crane handling；
S9, backfilling of earthwork: symmetrically and evenly backfilling the earthwork along foundation pit surrounding, with plain clay compaction in layers；Backfill using back-filling in layers,
The construction method of compaction in layers, every layer of empty paving pressure is with a thickness of 0.25 ~ 0.3m；When compacting, ramming mark should mutually be overlapped.
Further, punching block guide groove selects the steel plate of 5-10mm thickness to roll in the step S1；The punching block guide groove
Internal diameter is greater than design stake diameter 20-30cm, is highly 2-3m, using drilling machine rotary bucket its static pressure is buried；The punching block guide groove
Depth of burying 1.8-2.2m, top 0.3-0.5m above ground level after burying；Punching block guide groove top side wall opens up 2-3 overflow
Hole.
Further, it needs to carry out at least two examination pore-forming, the set of rotary drilling rig before step S2 interlocking cast in situ pile construction
Pipe need to be pushed up through layer of sand, and sleeve bottom should be ahead of the distance that excavation face is greater than 2.5m；Borehole cleaning is complete in the step S2
It should control at the time interval poured to underwater concrete in 1.5-3h；Depth of tremie should be in 2-8m when pouring the hole A and the hole B.
Further, it needs that coagulation type diminishing is added in the concrete for pouring the First ray stake in the step S2
Agent, the incorporation of retarding water reducer are 3.5-6%；The slump for pouring First ray stake is 12-16cm, pours the
The slump of two sequence piles is 18-22cm.
Further, it is the C15 cushion layer concrete of 100-110mm that laying depth is needed below first of support construction；It is described
It needs to be laid with plastic film between cushion layer concrete and lower section soil layer, the branch hold mode of first of support construction is set up above the cushion layer concrete
Plate.
Further, the horizontal shore is across foundation pit and the crown beam of the both ends interlocking cast in situ pile opposite with position respectively
Connection；The angle brace beam is obliquely installed and both ends are connect with the crown beam of adjacent two sides interlocking cast in situ pile respectively；Second support
Structure is located at below the first support construction, and the horizontally-supported pipe is across foundation pit and the both ends occlusion perfusion opposite with position respectively
The waist rail connection of stake, the angle brace pipe is obliquely installed and both ends are connect with the waist rail of adjacent two sides interlocking cast in situ pile respectively；It is described
By 2 ‰ arch cambers of horizontally-supported beam span when horizontal shore is constructed；Pouring in the concrete of the horizontal shore needs to mix
Early strength agent.
Further, fixation steel plate is buried in the waist rail and horizontally-supported pipe junction, fixation steel plate and horizontal when construction
Support tube periphery is fully welded connection；The waist rail angle brace pipe junction has poured bracket, the embedded fixation of bracket and angle brace pipe junction
Steel plate, fixation steel plate is fully welded with angle brace pipe periphery when construction connect；The horizontally-supported pipe, angle brace pipe and fixation steel plate junction
Periphery several ribbed stiffeners are set；After the completion of the horizontally-supported pipe and angle brace pipe construction, every steel pipe need to be applied
1000kN precompression is fixed horizontally-supported pipe and angle brace pipe using hoist cable after applying precompression.
Further, waist rail should cut interlocking cast in situ pile surface concrete at interlocking cast in situ pile interface in the step S4,
Neat slurry should be smeared on interface before pouring waist rail；While waist rail is constructed in the step S4 need to waist rail and crown beam it
Between setting wirerope connect, form the rest of waist rail.
Further, the support shuttering includes supporting the diagonal brace of side form and fixed support side form and supporting；When construction
Support side form alignment sideline is stood vertically into righting first, diagonal brace peace nail is recycled securely to be shaped as support shuttering；It is described
The upper and lower end faces of support side form are equidistantly fixed with joining seam wood.
Further, it needs to carry out backfilling of earthwork stage by stage in the step S9, after interlocking cast in situ pile intensity reaches 100 ﹪
Carry out the first stage backfill following clay of absolute altitude 0.0m；Designed elevation is backfilled to after foundation pit main structure is completed 15 days.Cubic metre of earth
It backfills rate to be less than 0.30m/ days, backfill is done closely knit greater than 1.45g/cm3。
The invention has the following beneficial effects:
1, present invention improves over the construction method of support pile and the pattern foundation pit supporting structure of support system, be suitable in urban district lack of space and
The construction of large-scale pool structure pattern foundation pit supporting structure more than construction restrictive condition, rationally utilizes place, selects suitable construction machinery,
The construction noise of support pile and support system is reduced, the trash discharge amount in support pile work progress is reduced, facilitates outside the earthwork
Fortune, while reducing the construction time of support system and removing the time, facilitate the disassembly of support system, also ensures support system
Installation and remove safety, improve the construction efficiency of pattern foundation pit supporting structure, meet the duration of high request.
2, support system is made of in the present invention first of support construction and second support construction, it is strong improves support
Degree；By second support in reinforced concrete support Optimal improvements be tube stay, guarantee meet intensity and safety under conditions of,
The curing time for eliminating concrete construction, thereby reduces the Construction of Supporting time, the dismounting of tube stay only need to by cutting mode,
Reduce compared to traditional concrete support dismounting and remove the time, while reducing installation and removing making an uproar for support system construction
Sound.
3, punching pore-forming is substituted using spiral-digging pore in the present invention, design rotary digging punching block guide groove auxiliary interlocking cast in situ pile is applied
Work, rotary drilling rig bottom faces are slow, are drilled into designed elevation to the disturbance very little of soil, replace rotary digging drilling hole using quickly retracting master winch
Get rid of native process, reduce construction discharge；After punching block guide groove provides positioning and guiding effect while guaranteeing spiral-digging pore for rotary digging drilling hole
Interlocking cast in situ pile have good occlusion water-stagnating effect.
4, it is changed by way of connecting the crown beam at the top of interlocking cast in situ pile reinforcing bar with waist rail in the present invention and passes through steel
Cord connection prevents stake from being discharged soil pressure to foundation pit introversion by the soil body on the outside of foundation pit in the link effect and waist rail for guaranteeing crown beam
It is oblique while blocking effect, it is only necessary to which that cutting wire rope can easily remove waist rail, can reduce construction noise, and can be very
The intensive reinforcing bar of good protection pond body outer wall.
5, caterpillar telescopic arm crane is selected to carry out the lifting of steel reinforcement cage and other components, caterpillar telescopic in the present invention
Arm crane conveniently moving, low to site requirements, occupied ground range is small, suitable for applying for structures deep basal pit large-scale in urban district
Work.
Detailed description of the invention
Fig. 1 is construction process figure of the present invention；
Fig. 2 is the structural schematic diagram of punching block guide groove in the present invention；
Fig. 3 is first of support construction top view in the present invention；
Fig. 4 is second support construction top view in the present invention；
Fig. 5 is the cross-sectional view of interlocking cast in situ pile in the present invention；
Fig. 6 is the connection schematic diagram of crown beam and waist rail in the present invention；
Fig. 7 is the connection schematic diagram of horizontally-supported pipe and waist rail in the present invention；
Fig. 8 is the connection schematic diagram of angle brace pipe and waist rail in the present invention；
Fig. 9 is the structural schematic diagram of support shuttering in the present invention.
Appended drawing reference indicates in figure are as follows:
1, punching block guide groove；2, the hole A；3, the hole B；4, crown beam；5, first of support construction；51, horizontal shore；52, angle brace beam；
53, cushion layer concrete；6, waist rail；61, fixation steel plate；62, ribbed stiffener；63, bracket；7, second support construction；71, horizontally-supported
Pipe；72, angle brace pipe；8, load transfering strip；9, bottom plate；10, gutter；11, interlocking cast in situ pile；12, middle plate；13, wirerope；14, it props up
Support side form；15, diagonal brace；16, it supports；17, joining seam wood.
Specific embodiment
It is next in the following with reference to the drawings and specific embodiments that the present invention will be described in detail.
Referring to Fig. 1 to Fig. 9, a kind of construction method of the large-scale pool structure pattern foundation pit supporting structure of municipal administration specifically includes following step
It is rapid:
S1, levelling of the land, surveying setting-out: after true fixed pile, cross tailor's tack is drawn to place control four corners according to stake anchor point
Stake processed on the basis of four control stakes is excavated punching block and is led and buries punching block guide groove 1 after 1 foundation trench, punching block guide groove 1 and site elevation
On the basis of measurement, rotary drilling rig is placed；After rotary drilling rig is in place, its verticality, drilling machine peace are adjusted using automatic control system
When position blow-down, base smooth, machine tower is vertical, turntable (drill bit) center and casing cross hairs central alignment, after injecting stabilizing solution,
It drills；
S2, interlocking cast in situ pile construction: the root in inbuilt 1 inner utilization rotary drilling rig drilling and forming hole of punching block guide groove, boring procedure
According to geological condition controlled footage speed: when getting into soft formation by hard formation, can suitably accelerate rate of penetration；When soft formation becomes hard
When stratum, will slow down slow-motion；In the stratum of easy undergauge, it should suitably increase cleaning bottom of hole number, prevent undergauge；To hard plastic layer using fast
Revolving speed drilling, to improve drilling efficiency；Layer of sand then uses low-rotate speed to creep into slowly and suitably increases mud balance and viscosity；Every one
A diameter is successively drilled to the hole A 2, and the hole B 3 intersected with 2 part of the hole A is drilled in the gap in the adjacent hole A 2, after being drilled into design hole depth
Borehole cleaning processing is carried out, uses caterpillar telescopic arm crane lifting steel reinforcement cage after borehole cleaning in the hole A 2 and the hole B 3, steel reinforcement cage needs
It occupy among drilling, the main reinforcement protective layer of 50-60mm is set outside steel reinforcement cage, controlled with reinforcing bar ear；Pour the hole A first by conduit
2 form First ray stakes, then pour the hole B 3 and form the second sequence pile, are put into conduit using crane, conduit diameter, length should be with
Hole depth is mating (away from bottom hole 0.5m or so)；After in whole tripping in holes, it should be put into bottom hole, to check catheter length and hole depth, so
After lift 30-50cm, carry out secondary pile hole cleaning；After beginning quantity should ensure that concrete diffusion, conduit length of embedment is not less than 0.8m,
Before concrete perfusion, floated in conduit with inflation bladders, can prevent concrete from mixing with stabilizing solution；When transferring conduit, screw thread is wanted
To just, tighten, steel reinforcement cage must not be collided；Disassembly punching block guide groove 1 forms interlocking cast in situ pile 11 after the completion of pouring, due to First ray
Stake and the second sequence pile tightly combine integral, this, which allows for interlocking cast in situ pile 11, has the function of sealing；
S3, crown beam 4 and first of support construction 5 are constructed: interlocking cast in situ pile 11 surrounds to form foundation pit after constructing, lower digging foundation pit
The unwrapping wire positioning of first of support construction 5 is carried out at the earthwork to first of support construction, the 5 bottom 10-20cm from design, simultaneously
Hat is set around 11 stake top of interlocking cast in situ pile after chiseling out at the top of the concrete exposing steel reinforcement cage of 11 stake top parts of occlusion perfusion
The support shuttering of beam 4, demoulding forms crown beam 4 after casting concrete reaches intensity；After the completion of crown beam 4 is constructed, in crown beam 4 towards base
The support shuttering of first of support construction 5 is arranged in the side in hole, and casting concrete forms several levels of first of support construction 5
Supporting beam 51 and angle brace beam 52；
S4, waist rail 6 and second support construction 7 are constructed: continuing lower shoveling after crown beam 6 and first of construction of support construction 7
It is square, at the lower 7 bottom 10-20cm of second support construction dug extremely from design and it is located at side of the interlocking cast in situ pile 11 towards foundation pit
Carry out the unwrapping wire positioning of second support construction 7 and waist rail 6；The bar planting at positioning, one end is implanted into interlocking cast in situ pile 11, with waist rail
6 support shuttering cooperates for pouring waist rail 6；After the completion of waist rail 6 is constructed, several 71 Hes of horizontally-supported pipe are fixed on waist rail 6
Angle brace pipe 72 forms second support construction 7；
S5, load transfering strip 8 and bottom plate 9 are constructed: after waist rail 6 and the construction of second support construction 7, continuing lower earth excavation to foundation pit
Bottom；The side of interlocking cast in situ pile 11 towards foundation pit between second support construction 7 and bottom of foundation ditch pours load transfering strip 8；
The setting of load transfering strip 8 is that generated stress can pass to load transfering strip 8 when second support construction 7 is removed in order to prevent, in turn
Reach new stress balance；Bottom plate 9 of the stack pile with intensity is poured in the other side of the load transfering strip 8, stays and sets below bottom plate 9
Gutter 10；
S6, second support construction 7 remove: using based on mechanical breaking, supplemented by manual demolition by the way of remove second support
Structure 7；Using rope saw, first cutting disassembling level then removes angle brace pipe 72 to stay tube 71 when removing the second support construction 7, while by
Section removes waist rail 6；
S7, load transfering strip 8 and middle plate 12 are constructed；After removing second support construction 7, in second support construction 7 and first
The side of interlocking cast in situ pile 11 towards foundation pit between support structure 5 pours load transfering strip 8, and the setting of load transfering strip 8 here is in order to anti-
Only when first of support construction 5 is removed, generated stress can pass to load transfering strip 8, and then reach new stress balance；?
The other side of the load transfering strip 8 pours middle plate 12 of the stack pile with intensity；
S8, first of support construction 5 are removed: synchronous cutting horizontal shore 51, angle brace beam 52 and crown beam 4, after disconnecting it, then
The horizontal shore 51, angle brace beam 52 and crown beam 4 of no axle power are removed paragraph by paragraph；First of support construction 5 and second support knot
Waste material utilizes the crane handling of caterpillar telescopic arm after structure 7 is removed；Horizontal shore 51 and angle brace beam 52 answer correct setting-out before cutting,
Concrete block after making cutting is substantially consistent with calculated value, will not overload when handling, cause security risk；Support construction is cut
It cuts and piecemeal is carried out according to fork truck carrying capacity and truck crane Lifting Capacity, reduce cutting times to the greatest extent, accelerate construction progress.
S9, backfilling of earthwork: symmetrically and evenly backfilling the earthwork along foundation pit surrounding, with plain clay compaction in layers；Backfill is using layering
The construction method of backfill, compaction in layers, every layer of empty paving pressure is with a thickness of 0.25 ~ 0.3m；When compacting, ramming mark should mutually be overlapped.
Further, punching block guide groove 1 selects the steel plate of 5-10mm thickness to roll in the step S1；The punching block guide groove
1 internal diameter is greater than design stake diameter 20-30cm, is highly 2-3m, using drilling machine rotary bucket its static pressure is buried；The punching block guide groove
1 depth of burying 1.8-2.2m, top 0.3-0.5m above ground level after burying；The 1 top side wall of punching block guide groove opens up 2-3 and overflows
Discharge orifice can export ponding.
Further, it needs to carry out at least two examination pore-forming before the step S2 interlocking cast in situ pile 11 construction, rotary drilling rig
Casing need to be pushed up through layer of sand, and sleeve bottom should be ahead of the distance that excavation face is greater than 2.5m；Borehole cleaning in the step S2
The time interval for being completed to underwater concrete pouring should be controlled in 1.5-3h；Depth of tremie should be in 2- when pouring the hole A 2 and the hole 3 B
8m。
Further, it needs that coagulation type diminishing is added in the concrete for pouring the First ray stake in the step S2
Agent, the incorporation of retarding water reducer are 3.5-6%, and the setting time of strict control First ray stake, First ray are needed in construction
Stake casting concrete is early solidifying, which to will cause the second sequence pile stake, pile or vertically can guarantee；Pour the coagulation of First ray stake
Native slump is 12-16cm, and the slump for pouring the second sequence pile is 18-22cm, and the slump of First ray stake is small
The generation of " piping " can be effectively avoided in the slump of the second sequence pile.
Referring to Fig. 9, it is the C15 cushion layer concrete 53 of 100-110mm that laying depth is needed below first of support construction 5；Institute
Stating needs to be laid with plastic film between cushion layer concrete 53 and lower section soil layer, plastic film can prevent horizontally-supported during earth excavation
The cushion layer concrete 53 at 52 bottom of beam 51 and angle brace beam, which falls off, injures construction personnel by a crashing object, plays buffer action, while in earth excavation when side, lower layer
Just cushion layer concrete 53 can take off in time, and the support shuttering of first of support construction 5 is set up above the cushion layer concrete 53.
Referring to Fig. 3 to Fig. 6, the horizontal shore 51 is across foundation pit and the both ends interlocking cast in situ pile opposite with position respectively
11 crown beam 4 connects；The angle brace beam 52 is obliquely installed and both ends connect with the crown beam 4 of adjacent two sides interlocking cast in situ pile 11 respectively
It connects；Second support construction 7 is located at 5 lower section of the first support construction, and the horizontally-supported pipe 71 is across foundation pit and both ends are distinguished
The waist rail 6 of the interlocking cast in situ pile 11 opposite with position connects, the angle brace pipe 72 be obliquely installed and both ends respectively with adjacent two sides
The waist rail 6 of interlocking cast in situ pile 11 connects；By 2 ‰ arch cambers of 51 span of horizontal shore when the horizontal shore 51 is constructed；It pours
Building needs incorporation early strength agent in the concrete of the horizontal shore 51.
Referring to figs. 7 and 8, fixation steel plate 61 is buried in the waist rail 6 and horizontally-supported 71 junction of pipe, when construction fixed steel
Plate 61 is fully welded with horizontally-supported 71 periphery of pipe and connect；6 angle brace pipe of waist rail, 72 junction has poured bracket 63, bracket 63 and angle
Fixation steel plate 61 is buried in 72 junction of stay tube, and fixation steel plate 61 is fully welded with 72 periphery of angle brace pipe when construction connect；The horizontal branch
Several ribbed stiffeners 62 are arranged in stay tube 71, angle brace pipe 72 and the periphery of 61 junction of fixation steel plate；In horizontally-supported 71 He of pipe
After the completion of angle brace pipe 72 is constructed, 1000kN precompression need to be applied to every steel pipe, after applying precompression, level is propped up using hoist cable
Stay tube 71 and angle brace pipe 72 are fixed.
Referring to Fig. 6, waist rail 6 should cut 11 table of interlocking cast in situ pile at 11 interface of interlocking cast in situ pile in the step S4
Face concrete should smear neat slurry before pouring waist rail 6 on interface；It need to be in waist rail 6 while waist rail 6 is constructed in the step S4
Wirerope 13 is arranged between crown beam 4 to connect, forms the rest of waist rail 6.
Referring to Fig. 9, the support shuttering includes supporting the diagonal brace 15 of side form 14 and fixed support side form 14 and supporting 16；
Support side form 14 is directed at sideline first when construction and stands vertically righting, diagonal brace 15 is recycled to form branch with 16 stickfast fixation is supported
Hold mode plate；The upper and lower end faces of the support side form 14 are equidistantly fixed with joining seam wood 17.
Further, it needs to carry out backfilling of earthwork stage by stage in the step S9, after interlocking cast in situ pile intensity reaches 100 ﹪
Carry out the first stage backfill following clay of absolute altitude 0.0m；Designed elevation is backfilled to after foundation pit main structure is completed 15 days.Cubic metre of earth
It backfills rate to be less than 0.30m/ days, backfill is done closely knit greater than 1.45g/cm3。
The above embodiment is a preferred embodiment of the present invention, but embodiments of the present invention are not by above-described embodiment
Limitation, other any changes, modifications, substitutions, combinations, simplifications made without departing from the spirit and principles of the present invention,
It should be equivalent substitute mode, be included in protection scope of the present invention.
Claims (10)
1. a kind of construction method of the large-scale pool structure foundation pit supporting system of municipal administration, which is characterized in that specifically include following step
It is rapid:
S1, levelling of the land, surveying setting-out: after true fixed pile, cross tailor's tack is drawn to place control four corners according to stake anchor point
Stake processed buries punching block guide groove (1) after excavating punching block guide groove (1) foundation trench on the basis of four control stakes, in punching block guide groove (1) and field
On the basis of ground absolute altitude has measured, rotary drilling rig is placed；
S2, interlocking cast in situ pile (11) construction: in inbuilt punching block guide groove (1) inner utilization rotary drilling rig drilling and forming hole, Mei Geyi
A diameter is successively drilled to the hole A (2), and the hole B (3) intersected with the hole A (2) part is drilled in the gap of the adjacent hole A (2), is drilled into and sets
Borehole cleaning processing is carried out after counting hole depth, uses caterpillar telescopic arm crane lifting reinforcing bar in the hole A (2) and the hole B (3) after borehole cleaning
Cage, and the hole A (2) are poured by conduit first and form First ray stake, then pours the hole B (3) and forms the second sequence pile, pour completion
Disassembly punching block guide groove (1) forms interlocking cast in situ pile (11) afterwards；
S3, crown beam (4) and first of support construction (5) construction: interlocking cast in situ pile (11) surrounds to form foundation pit after constructing, under
It digs at pit earthwork to first of support construction (5) bottom 10-20cm from design and carries out the unwrapping wire of first of support construction (5)
Positioning, at the same chisel out interlocking cast in situ pile (11) stake top part concrete expose steel reinforcement cage at the top of after in interlocking cast in situ pile (11) stake
The support shuttering of crown beam (4) is set around top, and demoulding forms crown beam (4) after casting concrete reaches intensity；Crown beam (4) has been constructed
Cheng Hou, the support shuttering of first of support construction (5) is arranged in crown beam (4) towards the side of foundation pit, and casting concrete forms the
Several horizontal shores (51) and angle brace beam (52) of one of support construction (5)；
S4, waist rail (6) and second support construction (7) construction: after crown beam (4) and the construction of first support construction (5) after
Continuous lower earth excavation, it is lower to dig at second support construction (7) bottom 10-20cm from design and being located at interlocking cast in situ pile (11) court
The unwrapping wire positioning of second support construction (7) and waist rail (6) is carried out to the side of foundation pit；The bar planting at positioning, one end implantation are stung
It closes bored concrete pile (11), cooperates with the support shuttering of waist rail (6) for pouring waist rail (6)；After the completion of waist rail (6) construction, in waist rail
(6) it is implanted on several horizontal to stay tube (71) and angle brace pipe (72) formation second support construction (7)；
S5, load transfering strip (8) and bottom plate (9) construction: after waist rail (6) and second support construction (7) construction, continue lower shoveling
Just to bottom of foundation ditch；Interlocking cast in situ pile (11) between second support construction (7) and bottom of foundation ditch is towards the side of foundation pit
Pour load transfering strip (8)；Bottom plate (9) of the stack pile with intensity is poured in the other side of the load transfering strip (8), below bottom plate (9)
It stays and sets gutter (10)；
S6, second support construction (7) remove: using based on mechanical breaking, supplemented by manual demolition by the way of remove second branch
Support structure (7)；Level is first cut and disassembled to stay tube (71) using rope saw when removing second support construction (7), then removes angle brace
It manages (72), while removing waist rail (6) paragraph by paragraph；
S7, load transfering strip (8) and middle plate (12) construction；Remove second support construction (7) after, second support construction (7) with
The side of interlocking cast in situ pile (11) towards foundation pit between first of support construction (5) pours load transfering strip (8), in the load transfering strip
(8) the other side pours middle plate (12) of the stack pile with intensity；
S8, first of support construction (5) are removed: synchronous cutting horizontal shore (51), angle brace beam (52) and crown beam (4) make it
After disconnection, then by the horizontal shore (51), angle brace beam (52) and crown beam (4) of no axle power paragraph by paragraph remove；First of support construction
(5) and after second support construction (7) dismounting waste material utilizes the crane handling of caterpillar telescopic arm；
S9, backfilling of earthwork: symmetrically and evenly backfilling the earthwork along foundation pit surrounding, with plain clay compaction in layers；Backfill using back-filling in layers,
The construction method of compaction in layers, every layer of empty paving pressure is with a thickness of 0.25 ~ 0.3m；When compacting, ramming mark should mutually be overlapped.
2. a kind of construction method of the large-scale pool structure foundation pit supporting system of municipal administration as described in claim 1, feature exist
In: punching block guide groove (1) selects the steel plate of 5-10mm thickness to roll in the step S1；Punching block guide groove (1) internal diameter is greater than
Stake diameter 20-30cm is designed, is highly 2-3m, using drilling machine rotary bucket its static pressure is buried；The punching block guide groove (1) is embedded deep
1.8-2.2m is spent, top 0.3-0.5m above ground level after burying；Punching block guide groove (1) top side wall opens up 2-3 overflow hole.
3. a kind of construction method of the large-scale pool structure foundation pit supporting system of municipal administration as described in claim 1, feature exist
In: it needs to carry out at least two examination pore-forming before the step S2 interlocking cast in situ pile (11) construction, the casing of rotary drilling rig need to descend straightening
To layer of sand is passed through, sleeve bottom should be ahead of the distance that excavation face is greater than 2.5m；Borehole cleaning is completed to underwater mixed in the step S2
The time interval that solidifying soil pours should be controlled in 1.5-3h；Depth of tremie should be in 2-8m when pouring the hole A (2) and the hole B (3).
4. a kind of construction method of the large-scale pool structure foundation pit supporting system of municipal administration as described in claim 1, feature exist
In: it needs that coagulation type water-reducing agent, retarding water reducer is added in the concrete for pouring the First ray stake in the step S2
Incorporation be 3.5-6%；The slump for pouring First ray stake is 12-16cm, pours the concrete of the second sequence pile
Slump is 18-22cm.
5. a kind of construction method of the large-scale pool structure foundation pit supporting system of municipal administration as described in claim 1, feature exist
In: it is the C15 cushion layer concrete (53) of 100-110mm that laying depth is needed below first of support construction (5)；The cushion layer concrete
(53) it needs to be laid with plastic film between the soil layer of lower section, the branch of first of support construction (5) is set up above the cushion layer concrete (53)
Hold mode plate.
6. a kind of construction method of the large-scale pool structure foundation pit supporting system of municipal administration as claimed in claim 5, feature exist
In: the horizontal shore (51) across foundation pit and both ends respectively the interlocking cast in situ pile (11) opposite with position crown beam (4) even
It connects；The angle brace beam (52) is obliquely installed and both ends are connect with the crown beam (4) of adjacent two sides interlocking cast in situ pile (11) respectively；It is described
Second support construction (7) is located at below the first support construction (5), the horizontally-supported pipe (71) across foundation pit and both ends respectively with
The waist rail (6) of the opposite interlocking cast in situ pile in position (11) connects, the angle brace pipe (72) be obliquely installed and both ends respectively with it is adjacent
The waist rail (6) of two sides interlocking cast in situ pile (11) connects；Horizontal shore (51) span is pressed when the horizontal shore (51) is constructed
2 ‰ arch cambers；Pouring needs incorporation early strength agent in the concrete of the horizontal shore (51).
7. a kind of construction method of the large-scale pool structure foundation pit supporting system of municipal administration as claimed in claim 6, feature exist
Fixation steel plate (61) are buried in: the waist rail (6) and horizontally-supported pipe (71) junction, fixation steel plate (61) and horizontal when construction
Support tube (71) periphery is fully welded connection；Waist rail (6) angle brace pipe (72) junction has poured bracket (63), bracket (63) and angle
Fixation steel plate (61) are buried in stay tube (72) junction, and fixation steel plate (61) is fully welded with angle brace pipe (72) periphery when construction connect；Institute
It states horizontally-supported pipe (71), angle brace pipe (72) and the periphery of fixation steel plate (61) junction and several ribbed stiffeners (62) is set；Institute
After the completion of stating horizontally-supported pipe (71) and angle brace pipe (72) construction, 1000kN precompression need to be applied to every steel pipe, apply precompressed
After power, horizontally-supported pipe (71) and angle brace pipe (72) are fixed using hoist cable.
8. a kind of construction method of the large-scale pool structure foundation pit supporting system of municipal administration as described in claim 1, feature exist
In: waist rail (6) should cut interlocking cast in situ pile (11) surface concrete, pour at interlocking cast in situ pile (11) interface in the step S4
Neat slurry should be smeared on interface before building waist rail (6)；It need to be in waist rail (6) while waist rail (6) is constructed in the step S4
Wirerope (13) are arranged between crown beam (4) to connect, form the rest of waist rail (6).
9. a kind of construction method of the large-scale pool structure foundation pit supporting system of municipal administration as described in claim 1, feature exist
In: the support shuttering includes the diagonal brace (15) of support side form (14) and fixed support side form (14) and supports (16)；Construction
Shi Shouxian will support side form (14) alignment sideline to stand vertically righting, recycle diagonal brace (15) and support (16) stickfast and fix and be formed
Support shuttering；It is wooden (17) that the upper and lower end faces of the support side form are equidistantly fixed with joining seam.
10. a kind of construction method of the large-scale pool structure foundation pit supporting system of municipal administration as described in claim 1, feature exist
In: it needs to carry out backfilling of earthwork stage by stage in the step S9, carries out the first rank after interlocking cast in situ pile (11) intensity reaches 100 ﹪
The section backfill following clay of absolute altitude 0.0m；It is backfilled to designed elevation after foundation pit main structure is completed 15 days, backfilling of earthwork rate is small
In 0.30m/ days, backfill was done closely knit greater than 1.45g/cm3。
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| CN111945739A (en) * | 2020-07-23 | 2020-11-17 | 中亿丰建设集团股份有限公司 | Bottom stuffy-dismantling method for concrete supporting plate of deep foundation pit near rail |
| CN112832252A (en) * | 2021-01-06 | 2021-05-25 | 深圳市工勘岩土集团有限公司 | Deep foundation pit supporting construction method with large height difference of two sides |
| CN115299275A (en) * | 2022-07-11 | 2022-11-08 | 北京市政路桥股份有限公司 | Funnel type ancient tree protection structure construction method for upper part of slope terrain tunnel |
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| CN111945739A (en) * | 2020-07-23 | 2020-11-17 | 中亿丰建设集团股份有限公司 | Bottom stuffy-dismantling method for concrete supporting plate of deep foundation pit near rail |
| CN111945739B (en) * | 2020-07-23 | 2022-03-08 | 中亿丰建设集团股份有限公司 | Bottom stuffy-dismantling method for concrete supporting plate of deep foundation pit near rail |
| CN112832252A (en) * | 2021-01-06 | 2021-05-25 | 深圳市工勘岩土集团有限公司 | Deep foundation pit supporting construction method with large height difference of two sides |
| CN115299275A (en) * | 2022-07-11 | 2022-11-08 | 北京市政路桥股份有限公司 | Funnel type ancient tree protection structure construction method for upper part of slope terrain tunnel |
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Address after: 350015 Jinlan Building, 33 Zhaoqiang Road, Mawei District, Fuzhou City, Fujian Province, 2002 (Free Trade Test Zone) Applicant after: Fujian Jianzhong Construction Technology Co., Ltd. Address before: 350015 Jinlan Building, 33 Zhaoqiang Road, Mawei District, Fuzhou City, Fujian Province, 2002 (Free Trade Test Zone) Applicant before: Fujian Jianzhong construction Polytron Technologies Inc |
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Application publication date: 20190412 |